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BUILDING CODE REQUIREMENTS
TEK 1-3D
Codes & Specs (2011)
FOR CONCRETE MASONRY
INTRODUCTION
The majority of jurisdictions in the United States adopt
a national model code, most commonly the International
Building Code (IBC) (refs. 1, 2), as the basis of their building
code. The intent of the IBC is to reference and coordinate other
standardized documents, rather than to develop design and
construction provisions from scratch. With this in mind, the
IBC masonry design and construction provisions are based
primarily on Building Code Requirements for Masonry Structures (MSJC code) (refs. 3, 4) and Specification for Masonry
Structures (MSJC specification) (refs. 5, 6).
The code adoption process is shown schematically in
Figure 1. In adopting the MSJC code and specification, the
IBC can amend or modify some provisions. Similarly, depending on state laws, modifications can be made to the IBC at
the state or local level to better suit local building practices
or design traditions. However, most state codes require that
any modifications to the IBC be more stringent than the corresponding requirement in the IBC.
Because significant changes can be introduced into
subsequent editions of both the MSJC and IBC, the edition
referenced by the local building code can be an important
consideration when determining the specific requirements to
be met. Note that code officials will often accept more current
design and construction standards than those referenced in
the code, as they represent more state-of-the-art requirements
for a specific material or system.
To help determine which code provisions apply and highlight changes of note, this TEK outlines the major modifications
to concrete masonry provisions of the 2009 and 2012 IBC,
as well as the principal changes to concrete masonry provisions made between the 2008 and 2011 editions of the MSJC
code and specification. Note that the scope of the MSJC code
and specification covers structural design and construction.
Related TEK:
1-2C, 9-2B, 12-6,
14-7C
NCMA TEK 1-3D
Hence, requirements for items such as fire resistance, sound
insulation and energy efficiency are not addressed in the MSJC
documents.
2009 INTERNATIONAL BUILDING CODE
The 2009 International Building Code (ref. 1) adopts
by reference the 2008 editions of the MSJC code and MSJC
specification (refs. 3, 5). The MSJC code covers the design
of concrete masonry, clay masonry, glass unit masonry, stone
masonry, autoclaved aerated concrete (AAC), as well as
Consensus process
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MSJC Code and
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adoption with modifications
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International
Building Code
adoption, possibly
with modifications
State/
local
process
State or Local
Building Code
Figure 1—Masonry Structural Code
Development Process
Keywords: building codes, construction, masonry design, quality assurance, specifications
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masonry veneer. The MSJC code requires compliance with
the MSJC specification, which governs masonry construction
requirements and quality assurance provisions (see also TEK
1-2C, ref. 7).
Previous editions of the IBC either contained many of
the same provisions as the MSJC, or contained conflicting
provisions. The majority of the changes incorporated into the
2009 IBC were made to remove the redundant language and
instead directly reference the MSJC.
In addition, a reference to TMS 0302, Standard Method
for Determining the Sound Transmission Class Rating for
Masonry Walls (ref. 8), was included in the 2009 IBC for the
first time.
The 2008 MSJC Code and Specification
Compared to earlier editions of the MSJC code and specification, updates included in the 2008 edition are summarized
below.
Masonry Design
Changes to concrete masonry design provisions included:
• For flexurally dominated (M/Vd > 1.0) special reinforced
masonry shear walls designed by the allowable stress design
method, a limit on the maximum flexural reinforcement used
to resist in-plane loads was introduced. This limit does not
apply when the axial load is less than or equal to 0.05f'mAn
or when checking the reinforcement ratio in the out-of-plane
direction.
• A moment magnifier approach to determining P-delta effects
was introduced for the design of unreinforced masonry using the strength design method. This procedure is presented
as an alternative to a more comprehensive second-order
analysis for determining bending moments.
• Provisions for checking the size and spacing of openings in
empirically designed masonry shear walls were added into
the 2008 MSJC code. Previous editions were silent on the
incorporation of openings in empirically designed masonry
shear walls.
• With the adoption of a formal strength design procedure
into the MSJC code, the pseudo-strength design provisions
previously in Chapter 2 (allowable stress design) were
deleted. The pseudo-strength design method provided a
method that the user could apply to scale the allowable
stress design values up to a corresponding strength-level
design for application with factored loads.
• To help ensure the uniform distribution of prestressing forces,
prestressed masonry is required to be laid in running bond
unless a bond beam or other technique is used to distribute
anchorage forces.
Construction and Quality Assurance
Specification revisions relative to concrete masonry
included:
• Tables 3, 4 and 5, outlining quality assurance requirements
now include a minimum inspection frequency for each in2
spection task. Inspection frequencies are either: periodic,
requiring intermittent observation of masonry work; or
continuous, requiring full-time presence in the area while
masonry work is underway. The tables were also reformatted
for clarity.
• The specification now allows bending of foundation dowels,
up to 1 in. (25 mm) horizontally for each 6 in. (152 mm)
of vertical height. This provision is similar to that used for
reinforced concrete construction.
• Provisions for the use of self-consolidating grout were incorporated into the 2008 MSJC specification. Self-consolidating
grout is a specially-formulated masonry grout which does
not require consolidation and reconsolidation by mechanical
vibration or puddling. See TEK 9-2B, Self-Consolidating
Grout for Concrete Masonry (ref. 9) for more information.
• Previous masonry codes have required that grout be placed
within 1.5 hours after water is introduced to the mix. The
2008 specification waives this requirement for transit-mixed
grout as long as it meets the specified slump requirement.
• The 2008 specification requires a grout key when grout is
permitted to set between pours (grout keys are not permitted
within masonry bond beams or lintels). The grout key helps
provide structural continuity between the grout pours. This
provision was previously only in the IBC.
• A minimum lap length of 6 in. (152 mm) for splicing bed joint
reinforcement was introduced. Previous editions were silent
on determining minimum lap length of wire reinforcement.
Differences Between the 2009 IBC and the 2008 MSJC
The 2008 editions of the MSJC code and specification are
included in their entirety (by reference) in the 2009 IBC. The
IBC modifies several areas of the MSJC code and specification applicable to concrete masonry. The most significant of
these are summarized below. In addition, quality assurance
provisions are close, but not identical between the IBC and
MSJC.
Allowable Stress Design
For masonry designed using allowable stress design procedures, the IBC:
• modifies load combinations to be based on IBC section 1605,
rather than those in MSJC code section 2.1.2.1,
• modifies minimum inspections required during construction,
• modifies the minimum required lap splice length for reinforcing bars. See TEK 12-6, Splices, Development and Standard
Hooks for Concrete Masonry (ref. 12), for more detailed
information, and
• sets a maximum reinforcing bar size based on the size of the
cell or collar joint where the reinforcement is placed.
Strength Design
For masonry designed using strength design procedures,
the IBC modifies welded and mechanical splice requirements.
Lap splices were modified such that they need not be longer
than 72 bar diameters.
NCMA TEK 1-3D
Empirical Design
For empirically designed elements, the IBC includes
provisions for empirically-designed surface-bonded masonry
walls and for adobe construction.
2012 INTERNATIONAL BUILDING CODE
The 2012 International Building Code (ref. 2) adopts
by reference the 2011 editions of the MSJC code and MSJC
specification (refs. 4, 6). The following section highlights the
major changes between the 2008 and 2011 MSJC code and
specification.
The 2012 IBC revisions to the MSJC remain largely
unchanged from the 2009 IBC. In IBC Chapter 17, Structural
Tests and Special Inspections, detailed inspection requirements
were removed. The chapter now refers the user to the MSJC
specification for inspection requirements.
The 2011 MSJC Code and Specification
The format of the 2011 edition was substantially changed,
in that the right-hand side of each page is now reserved for
commentary. Hence, commentary appears directly next to the
applicable text, rather than in a separate section at the back
of the document. Other substantive changes are summarized
below.
Masonry Design
• Allowable stresses (Chapter 2) were recalibrated, resulting
in the removal of the 1/3 stress increase for load combinations including wind or seismic loads. Hence, the ongoing
conflict between the MSJC allowable stress design loading
provisions which permitted the 1/3 stress increase and the
ASCE 7-05 (ref. 10) prohibition of the 1/3 stress increase was
eliminated. The MSJC committee used both research data
and trial designs as a basis for the revisions. The correlation
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between the strength predicted by the equations and the
values bound by test is much better with the new provisions
and this should increase confidence in the design. See TEK
14-7C, Allowable Stress Design of Concrete Masonry Based
on the 2012 IBC & 2011 MSJC (ref. 11) for more detailed
information.
Allowable stress design and strength design shear provisions
were harmonized. See TEK 14-7C for more information.
A new Appendix B, Design of Masonry Infill, was added.
Provisions for the design of deep beams were added.
Lap splices are permitted to be reduced where transverse
reinforcement is placed within 8 in. (203 mm) of the end
of the splice if it is fully developed in grouted masonry.
The beneficial effect of larger cover for computation of
development length was changed.
Strength of reinforcement in compression is permitted when
checking the maximum reinforcement requirement but is
still ignored when computing nominal strength.
Commentary guidance on seismic coefficients for prestressed
masonry shear walls was added.
Construction and Quality Assurance
• Anchor bolt installation requirements were revised.
• For walls with laterally restrained or laterally unrestrained
unbounded prestressing tendons, a revised equation was
incorporated in the document.
• Clarification was added to indicate that drips are not permitted in wire anchors and joint reinforcement cross wires and
tabs.
• Provisions for single pintle anchors were added.
• Grout pour heights were increased slightly to 5' 4" (1.63 m)
to accommodate modular construction dimensions.
• Prism testing provisions for specimens cut from construction
were included.
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REFERENCES
1. International Building Code 2009. International Code Council, 2009.
2. International Building Code 2012. International Code Council, 2012.
3. Building Code Requirements for Masonry Structures, TMS 402-08/ACI 530-08/ASCE 5-08. Reported by the Masonry Standards
Joint Committee, 2008.
4. Building Code Requirements for Masonry Structures, TMS 402-11/ACI 530-11/ASCE 5-11. Reported by the Masonry Standards
Joint Committee, 2011.
5. Specification for Masonry Structures, TMS 602-08/ACI 530.1-08/ASCE 6-08. Reported by the Masonry Standards Joint Committee, 2008.
6. Specification for Masonry Structures, TMS 602-11/ACI 530.1-11/ASCE 6-11. Reported by the Masonry Standards Joint Committee, 2011.
7. Specification for Masonry Structures, TEK 1-2C. National Concrete Masonry Association, 2010.
8. Standard Method for Determining the Sound Transmission Class Rating for Masonry Walls, TMS 0302-07. The Masonry Society,
2007.
9. Self-Consolidating Grout for Concrete Masonry, TEK 9-2B. National Concrete Masonry Association, 2007.
10.Minimum Design Loads for Buildings and Other Structures, ASCE 7-05. American Society of Civil Engineers, 2005.
11.Allowable Stress Design of Concrete Masonry Based on the 2012 IBC & 2011 MSJC, TEK 14-7C. National Concrete Masonry
Association, 2011.
12.Splices, Development and Standard Hooks for Concrete Masonry, TEK 12-6. National Concrete Masonry Association, 2007.
NCMA and the companies disseminating this technical information disclaim any and all responsibility and liability for the accuracy
and the application of the information contained in this publication.
NATIONAL CONCRETE MASONRY ASSOCIATION
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www.ncma.org
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NCMA TEK 1-3D